W912PP23B0044_B1060_Amendment_0002.pdf

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing items 8 and 15, and returning or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment your desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NO. 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQ. NO. 5. PROJECT NO. (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION

NO.

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NO.

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended, is not extended.

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO.

IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15C. DATE SIGNED

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16C. DATE SIGNED

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

NSN 7540-01-152-8070

Previous edition unusable

New Mexico Air National Guard Repair BCE Facility B1060, Kirtland Air Force Base, New Mexico.

1.This is Amendment No. 0002 to Solicitation No. W912PP23B0044. The following revisions shall be incorporated into the specifications. All other provisions shall remain unchanged.

U.S. ARMY ENGINEER DISTRICT, ALBUQUERQUE

CORPS OF ENGINEERS

4101 JEFFERSON PLAZA, N.E.

ALBUQUERQUE, NEW MEXICO 87109-3435

J

W912PP23B0044

1 2

07/10/2023

06/28/2023

W912PP23B0044

AMENDMENT No. 0002

2. SPECIFICATIONS: Delete the following listed pages and substitute the pages attached hereto. On the revised pages, for convenience, changes are emphasized by STRIKETHROUGH for deletions and UNDERLINE for additions from the previous issue. All portions of the revised (or new) pages shall apply whether or not changes have been indicated.

Delete Page Insert Page

PROJECT COVER PAGE, VOL 4 OF 4,

ENTIRETY

PROJECT COVER PAGE, VOL 4 OF 4,

ENTIRETY

PROJECT TABLE OF CONTENTS,

VOL 4 OF 4, ENTIRETY

PROJECT TABLE OF CONTENTS,

VOL 4 OF 4, ENTIRETY

N/A APPENDIX A: COVER PAGE

N/A APPENDIX B: SUPPLEMENTAL SUBSURFACE

SITE CHARACTERIZATION ADDENDUM 1

N/A APPENDIX C: GEOTECHNICAL ENGINEERING

REPORT

N/A APPENDIX D: ASBESTOS REPORT

3. DRAWING CHANGES: The following drawings have been revised and the sequence number changed to indicate such revision:

Delete Page Insert Page

NA

////////LAST ITEM////////

Solicitation No. W912PP23B0044

Date: June 2023

U.S. ARMY CORPS OF ENGINEERS

APPENDIX A: DRAWINGS

APPENDIX B: SUPPLEMENTAL SUBSURFACE

SITE CHARACTERIZATION

ADDENDUM 1

APPENDIX C: GEOTECHNICAL REPORTS

APPENDIX D: ASBESTOS REPORT

Volume 4 of 4

New Mexico Air National Guard - Repair BCE Facility B1060

Kirtland Air Force Base, NM

AMENDMENT 0002

NM ANG Repair BCE Facility B1060 New Mexico Air National Guard

Solicitation No. W912PP23B0044 Project #: W9133L-16-D-0007-8P01

PROJECT TABLE OF CONTENTS Page 1

PROJECT TABLE OF CONTENTS – VOLUME 4 of 4

APPENDIX

AMENDMENT 0002

APPENDIX B:

APPENDIX A:

APPENDIX C:

DRAWINGS

SUPPLEMENTAL SUBSURFACE SITE CHARACTERIZATION ADDENDUM 1

GEOTECHNICAL REPORTS

APPENDIX D: ASBESTOS REPORT

Appendix A: Drawings

Appendix B: SUPPLEMENTAL SUBSURFACE SITE CHARACTERIZATION

ADDENDUM 1

LLC. 06/12/2023

G E O L I N E S L L C

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

W W W . G E O L I N E S L L C . C O M

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 1 O F 7

SUPPLEMENTAL SUBSURFACE SITE CHARACTERIZATION

Shear Wave Velocity Profile

Kirtland Air Force Base – Building 1079 Kirtland Air Force Base, New Mexico Project No.: NM-170034

Prepared for:

Terracon Consultants Inc.

6805 Academy Parkway West NE Albuquerque, New Mexico 87109

Attention: Mr. Michael Anderson, M.B.A., P.E.

Prepared by:

Geolines LLC PO Box 52065 Albuquerque, NM 87181 Tel: (505) 250-0058 Email: zachary.rockhold@geolinesllc.com

GEOLINES JOB NO. NM-170034

TERRACON PROJECT NO. 66175024

about:blank

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 2 O F 7

SUPPLEMENTAL SUBSURFACE SITE CHARACTERIZATION

Kirtland Air Force Base – Building 1079

Background This Addendum is intended to supplement the Geolines Report Shear Wave Velocity Profile; New Mexico Air National Guard; Kirtland Air Force Base-Building 1079; Kirtland Air Force Base, New Mexico; Project No.: NM-170034; Dated August 24, 2017. This addendum contains the following attached plates: Plate 1, Site Map; Plate 2, Dispersion Curve and p-f Image; Plate 3, Shear Wave Velocity Model; Plate 4, Tabular Velocity Data, per the request of Mr. Mike Anderson. This addendum should be attached to the original report, listed above, and become a part thereof.

These results were obtained as described in the original report. Limitations and use of these results remain as described in the original report.

Closure

The information provided in this report is the result of remote sensing instruments and techniques. Data provided are approximate and should be considered supplemental to the overall characterization efforts performed by others.

Professional services for this project were performed using that degree of care and skill ordinarily exercised under similar circumstances by specialists practicing in this or similar localities. No warranties, express or implied, are intended or made.

Respectfully Submitted:

Zachary J. Rockhold Owner

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 3 O F 7

Addendum 1:

Plates

Kirtland Air Force Base – Building 1079

Prepared for:

Terracon Consultants Inc.

6805 Academy Parkway West NE Albuquerque, New Mexico 87109

Attention: Mr. Michael Anderson, M.B.A., P.E.

Prepared by:

Geolines LLC PO Box 52065 Albuquerque, NM 87181 Tel: (505) 250-0058 Email: zachary.rockhold@geolinesllc.com

GEOLINES JOB NO. NM-170034

TERRACON PROJECT NO. NM-66175024

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

W W W . G E O L I N E S L L C . C O M

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 4 O F 7

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

W W W . G E O L I N E S L L C . C O M

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 5 O F 7

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

W W W . G E O L I N E S L L C . C O M

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 6 O F 7

P . O . B O X 5 2 0 6 5 • A L B U Q U E R Q U E , N M • 8 7 1 8 1 - 2 0 6 5

P H O N E : ( 5 0 5 ) 2 5 0 - 0 0 5 8

G E O L I N E S P R O J E C T N O . N M - 1 7 0 0 3 4 P A G E 7 O F 7

Geotechnical ngineering Report

Medical Training and Administration Facility - Building 1079 SEC of Corsair Drive SE and Air Guard Drive SE

New Mexico Air National Guard Kirtland Air Force Base

Bernalillo County Albuquerque, New Mexico

September 8, 2017

Terracon Project No. 66175024

Prepared for:

Jacobs

Denver, Colorado

Prepared by:

Terracon Consultants, Inc.

Albuquerque, New Mexico

Offic;sN::icn:ide 1965 fleolechnical Environmental Construction Materials Facilities rEEL r—n~ rr rn rn rn EflE.1 rn~ rn r~1 Efl ri mn F~fl fl1 ~fl Efi Efi

Appendix C: Geotechnical Engineering Report

September 8, 2017 1rerracon Jacobs 3161 Michelson Drive, Suite 500 Irvine, California 92612

Attn: Ms. Supranee DeGraw, AlA, CCS, NCARB, LEED BD+C and O+M P: (949) 224-7567 E: Supranee.DeGraw@jacobs.com

Re: Geotechnical Engineering Report Medical Training and Administration Facility — Building 1079 SEC of Corsair Drive SE and Air Guard Drive SE New Mexico Air National Guard Kirtland Air Force Base Bernalillo County Albuquerque, New Mexico Terracon Project No. 66175024

Dear Ms. DeGraw:

Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. These services were performed in general accordance with the “Subconsultant Scope of Work For Geo-Technical Services” dated February 6, 2017 and Terracon proposal number 66175024 dated February 7, 2017. This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical information and recommendations to assist in the seismic evaluation and potential foundation and floor slab modifications to the existing building.

We appreciate the opportunity to be of service to you on this project. If you have any questions conceming this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

() SamG.Zs~’a LI Staff Engineer

Copies to: Addressee (1 via email, 3 via mail)

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Geotechnical Engineering Report Building 1079 New Mexico Air National Guard — Kirtland AFB Albuquerque, NM 0 September 8, 2017 Terracon Project No. 66175024

EXECUTIVE SUMMARY

This geotechnical executive summary should be used in conjunction with the entire report for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled General Comments should be read for an understanding of the report limitations.

A geotechnical exploration has been performed for the existing New Mexico Air National Guard Medical Training and Administration Facility (Building 1079) located at the southeast comer of Corsair Drive SE and Air Guard Drive SE at Kirtland Air Force Base in Albuquerque, New Mexico. Terracon’s geotechnical scope of work included the advancement of two (2) test borings to a depth of approximately 5144 feet below existing site grades. In addition, a shear wave velocity profile analyses was performed at the site to assess the soils located within the upper 100 feet.

Based on the information obtained from our subsurface exploration and laboratory testing program, the following geotechnical considerations were identified:

Existing Site Development: An existing building, asphalt pavement and Portland cement concrete curb and gutter currently occupy the project site. In addition, several utilities were observed within and adjacent to the site and will need to be considered in the design and construction.

Existing Pavement Materials: The existing pavement materials consist of approximately 3 inches of asphalt oveflying 8 inches of aggregate base course.

Site Soils: The site soils generally consisted of sand with varying amounts of silt, clay, and gravel, lean clay with varying amounts of sand and gravel and silt with varying amounts of sand and gravel.

Groundwater was not encountered in the test borings at the time of drilling. On-site soils should be suitable for use as engineered fill.

New Foundations: New foundations can consist of spread and continuous footings beating on a zone of engineered fill/recompacted native soils.

New Floor Slab: The on-site surface and near surface soils are expected to exhibit non- to low expansive and low settlement potentials when compacted and subjected to light loading conditions such as those imposed by floor slabs. Construction of floor slabs directly on a zone of engineered fill/recompacted native soils are considered acceptable for the project, provided that some movement can be tolerated.

2015 IBC Site Class: Based upon the shear wave velocity profile analyses, the 2015 IBC Site Class is C for the project site.

Liguefaction Potential: Based upon the soil and groundwater conditions, it is our opinion that the liquefaction potential for the project site is considered negligible.

Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation beating soils, and other geotechnical conditions exposed during construction.

U

GEOTECHNICAL ENGINEERING REPORT

MEDICAL TRAINING AND ADMINISTRATION FACILITY— BUILDING 1079 El

SEC OF CORSAIR DRIVE SE AND AIR GUARD DRIVE SE

NEW MEXICO AIR NATIONAL GUARD

KIRTLAND AIR FORCE BASE

BERNALILLO COUNTY

ALBUQUERQUE, NEW MEXICO U

Terracon Project No. 66175024

September 8, 2017

1.0 INTRODUCTION El

This report presents the results of our geotechnical engineering services performed for the existing New Mexico Air National Guard Medical Training and Administration Facility (Building 1079) located at the southeast corner of Corsair Drive SE and Air Guard Drive SE at Kirtland Air Force Base in Albuquerque, New Mexico. The report addresses the following:

subsurface soil conditions groundwater conditions liquefaction potential foundation design and construction U seismic considerations floor slab design and construction lateral earth pressure concrete and metal corrosion potential

Our geotechnical engineering scope of work for this project included the advancement of two (2) test borings to a depth of approximately 51-34 feet below existing site grades. In addition, a shear wave velocity profile analyses was performed at the site to assess the soils located within the upper 100 feet.

Logs of the borings along with a Site Location Map and Boring Location Plan are included in Appendix A of this report. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included in Appendix B of this report. Descriptions of the field exploration and laboratory testing are included in their respective appendices.

U

2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION

Site layout Refer to the Site Location Map and Boring Location Plan (Appendix A).

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Building 1079 New Mexico Air National Guard — Kirtland AFB Albuquerque, NM September 8, 2017 Terracon Project No. 66175024

ITEM DESCRIPTION

At this time, the project will include a seismic and liquefaction evaluation of the existing 10,000 square feet building in accordance with ASCE 41- 13 Tier 1 and Tier 2, 2015 IBC and UFC criteria. Based upon the

Project information analyses, foundation modifications may be required.

Terracon will assist Jacobs in the evaluation by obtaining subsurface soil and groundwater (if applicable) information, seismic design parameters and new foundation design parameters (if applicable).

Existing building Steel frame, stud and masonry load bearing walls (concrete masonry construction units) Existing foundation Spread and continuous footings bearing on engineered fill (assumed) Maximum existing loads (estimated) Existing floor system

Columns: Walls:

30 to 50 kips 1 to 3 Kips/If

Slab:

150 to 250 psf

Concrete slab-on-grade (assumed)

2.2 Site Location and Description

DESCRIPTION

At the southeast corner of Corsair Drive SE and Air Guard Drive SE at Kirtland Air Force Base in Bernalillo County, Albuquerque, New Mexico Developed parcel consisting of an existing one-story building, asphalt paved parking areas and drives, Portland cement concrete curb, gutter and sidewalks, landscaping and utilities.

North: Air Guard Drive SE East: Existing building and pavements West: Corsair Drive SE South: Existing buildings and pavements Building footprint, asphalt pavement, concrete pavement, landscaping and trees The site is relatively level and predominantly gently sloping down to the west and southwest

3.0 SUBSURFACE CONDITIONS

3.1 Typical Subsurface Profile

Specific conditions encountered at each boring location are indicated on the individual boring logs.

Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for each of the borings can

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Location

ITEM

Existing site features (site interior)

Surrounding developments

Current ground cover

Existing topography

UGeotechnical Engineering Report Building 1079 New Mexico Air National Guard — Kirtland AFB Albuquerque, NM irerraco September 8, 2017 Terracon Project No. 66175024 1] be found on the boring logs included in Appendix A of this report. Based on the results of the fl borings, subsurface conditions on the project site can be generalized as follows:

Approximate Depth U Description to Bottom of Stratum Material Encountered ConsistencylDensity

(feat) Asphalt Concrete —3”

Stratum 1 0.9 Not ApplicableAggregate Base Course —8” Lean Clay. The sand and

Stratum 2 2-% to 48 Stiff to Very Stiff Ugravel content varied Silt. The sand and gravel

Stratum 3 33 to 43 Stiff to Hardcontent varied

Stratum 4 23 to 51-34 Sand. The clay, silt and gravel content varied

The subsurface silt and silty to well graded sand soils were non-plastic in plasticity. The subsurface clay soils, silty clayey sand soils and clayey soils are anticipated to be low to medium in plasticity.

Laboratory tests were conducted on selected soil samples and the test results are presented in Appendix B. Laboratory test results indicate that the surface and near surface soils exhibit low compressibility potentials at in-situ moisture contents and a moderate to high tendency for compression and a non-tendency for expansion when wetted under anticipated foundation loads.

However, due to the relatively high field penetration resistance, the soil sample tested in Boring No. B-02 at a depth of about 5 feet likely reflects sample disturbance. Based upon our experience in the area, it is our opinion that the near surface soils typically have a low to moderate tendency for compression and a non-to low tendency for expansion, when elevated in moisture content.

When water is added to samples of laboratory compacted near-surface soils, we anticipate that the compacted soils will exhibit low compression and non- to low expansive potential when subjected to light loading conditions such as those imposed by floor slabs.

Laboratory test results indicate that on-site soils exhibit a resistivity value of 4,180 ohm-cms, a soluble sulfate concentration of 31 mg/kg, and a pH value of 8.5.

3.2 Groundwater

Groundwater was not observed in the test borings at the time of field exploration, nor when checked upon completion of drilling. These observations represent groundwater conditions at the time of the field exploration and may not be indicative of other times, or at other locations.

Groundwater conditions can change with varying seasonal and weather conditions, and other factors.

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September 8,2017 Terracon Project No. 66175024

Fluctuations in groundwater levels can best be determined by implementation a roundwater monitoring plan. Such a plan would include installation of groundwater monitoring wells, and periodic measurement of groundwater levels over a sufficient period of time.

Based upon review of geologic groundwater maps, the depth to regional groundwater in the area is anticipated to be in excess of 300 feet below existing site grade.

3.3 Shear Wave Velocity Profile Test Results

Results of the shear wave velocity profile performed at the site indicated an average calculated shear wave velocity of 1,296 per second (fps) for a 100 foot depth. This value corresponds to a Site Class C based upon Table 1613.5.2 of the 2012/15 International Building Code (IBC). Shear wave analysis was performed at the approximate location shown on Plate No. 1 of the Shear Wave Velocity Profile Report in Appendix C.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

Potentially compressible soils which show a tendency for movement when elevated in moisture content will require particular attention in the design and construction.

An existing building, asphalt pavement and Portland cement concrete curb and gutter currently occupy the project site. In addition, several utilities were observed within and adjacent to the site and will need to be considered in the design and construction.

We do not possess any information or plans regarding the foundation and bearing materials supporting the existing building However, based upon our experience in the area, we assume that the existing building is supported on a shallow foundation bearing on a zone of engineered fill.

Based on the geotechnical subsurface exploration, the laboratory test results, and our engineering analyses, new foundations can consist of spread and continuous footings bearing on a zone of engineered fill/recompacted native soils.

A slab-on-grade floor system supported on a zone of engineered fill/recompacted native soils can be used for any new floor sections, provided some movement can be tolerated. On-site soils should be suitable for use as engineered fill.

September 8, 2017 Terracon Project No. 66175024 0 Geotechnical engineering recommendations for the foundation systems and other earth connected phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing (which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed U project.

4.2 Earthwork

For new construction, the following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. The recommendations presented for design and construction of earth supported elements including foundations, slabs and pavements are contingent upon following the recommendations outlined in this section. U Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, U foundation bearing soils, and other geotechnical conditions exposed during the construction of the project.

4.2.1 Site Preparation

Where applicable, strip and remove the existing floor slabs, pavements, vegetation and other deleterious materials from new foundation of floor slab areas. Exposed surfaces should be free of mounds and depressions which could prevent uniform compaction.

All materials derived from the demolition of existing pavements/elements should be removed from the site, and not be allowed for use in any on-site fills unless adequately processed and blended with on-site or imported soils.

Evidence of underground facilities and utilities were observed within and adjacent to the project site during the site reconnaissance. Therefore, such features could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction.

Existing utilities no longer in service should be properly abandoned or removed.

4.2.2 Excavation II

It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Cemented soils (if encountered) may require additional effort or heavy-duty excavation equipment.

Based on the results from the soil borings, we do not anticipate groundwater control measures will be necessary in excavations up to about 51-¼ feet below existing site grades. However, depending upon depth of excavation and seasonal conditions, groundwater may be encountered

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September 8, 2017 Terracon Project No.66175024 in excavations on the site. Pumping from sumps may be utilized to cont water wi in excavations.

On-site soils may pump or become unstable or unworkable at high water contents. Elevated moisture contents within the subsurface soils were encountered in some borings. Workability may be improved by scarifying and drying, this condition is likely as excavations approach groundwater conditions. Overexcavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping.

Use of lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on subgrade soils prior to construction.

The individual contractor(s) is responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom.

Excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards.

4.2.3 Subgrade Preparation

Engineered fill/recompacted native soils below new shallow foundations and floor slabs should be performed in accordance with Sections 4.3 and 4.5 of this report.

Exposed areas which will receive fill (if applicable), once properly cleared, should be scarified to a minimum depth of 10 inches, conditioned to near optimum moisture content, and compacted.

Subgrade soils beneath exterior slabs (if applicable) should be scarified, moisture conditioned and compacted to a minimum depth of 10 inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction.

4.2.4 Fill Materials and Placement

All fill materials should be inorganic soils free of vegetation, debris, and fragments larger than six inches in size. Pea gravel or other similar non-cementitious, poorly-graded materials should not be used as fill or backfill without the prior approval of the geotechnical engineer.

Clean on-site sand soils or approved imported materials may be used as fill material for the following:

general site grading exterior slab areas foundation areas foundation backfill interior floor slab areas

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September 8, 2017 Terracon Project No. 66175024 rracon

Imported soils for use as fill material within proposed structure areas should conform to low volume change materials as indicated in the following specifications:

[1 U

Gradation Percent Finer by Weight

{ASTM C 136) U

6” 100 U 3” 70-100 No. 4 Sieve 50-100 No. 200 Sieve 40 (max) El

Liquid Limit 35 (max) Plasticity Index 15 (max) Maximum expansive potential (%)* 1.0

*Measured on a sample compacted to approximately 95 percent of the ASTM D698 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 100 psf surcharge and submerged/inundated. U

Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift.

Fill lifts should not exceed eight (8) inches loose thickness.

4.2.5 Compaction Requirements U

Recommended compaction and moisture content criteria for engineered fill materials are as follows:

Per the Modified Proctor Test (ASTM D 1557)

4.2.6 Grading and Drainage

For exterior modifications, all grades must provide effective drainage away from structure during and after construction. Water permitted to pond next to the building the building can result in

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Minimum Compaction

Requirement (%)

Material Type and Location

On-site or approved imported fill soils:

Beneath foundations

Beneath slabs

Beneath pavements

Aggregate base

Range of Moisture C ntents for Compaction

MaximumMinimum

Miscellaneous backfill

U U U U

-3% -3%

-3%

-3%

+3% +3% +3% +3% +2%-2%

September 8, 2017 Terracon Project No. 66175024 greater soil movements than those discussed in this report. These greater movements can result in unacceptable differential floor slab movements, cracked slabs and walls, and roof leaks.

Estimated movements described in this report are based on effective drainage for the life of the structure and cannot be relied upon if effective drainage is not maintained.

For exterior modifications, exposed ground should be sloped at a minimum three (3) percent away from the building for at least five (5) feet beyond the perimeter of the building. Grades around the building should also be periodically inspected and adjusted as necessary, as part of the structure’s maintenance program.

New flatwork will be subject to post construction movement. Maximum grades practical should be used for flatwork to prevent water from ponding. Allowances in final grades should also consider post-construction movement of flatwork, particularly if such movement would be critical.

Where flatwork abuts the structure, effectively seal and maintain joints to prevent surface water infiltration.

4.2.7 Corrosion Potential

Results of soluble sulfate testing indicate that ASTM Type I or I/Il Portland cement is suitable for all concrete on and below grade for new construction. Foundation concrete should be designed for moderate sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.

Laboratory test results indicate that on-site soils exhibit resistivity values of 4,180 ohm-cms and a pH value of 8.5. Criteria published by the Cast Iron Pipe Research Institute indicates that the near surface subgrade soils generally have a moderate corrosive potential to cause corrosion to buried ferrous materials. Review of data published by the National Association of Corrosion Engineers indicates that the resistivity values concentrations places the soils in the mildly to moderately corrosive category. If there is concern regarding pipe corrosion, the use of PVC or poly-wrap should be considered for new construction.

4.3 Foundation Recommendations

New foundations can consist of spread and continuous footings bearing on a zone of engineered fill/recompacted native soils. The design recommendations for new foundation systems are discussed below.

4.3.1 Shallow SpreadlContinuous Footings

DESCRIPTION VALUE

Conventional Shallow Spread and ContinuousFoundation Type Footings

Existing Structure One (1)-story slab-on-grade building

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Building 1079 New Mexico Air National Guard — Kirtland AFB Albuquerque, NM r on September 8, 2017 Terracon Project No. 66175024 []

DESCRIPTION VALUE

Minimum of two (2) feet thickness of engineeredBearing Material fihl/recompacted soils below footings* Allowable Bearing Pressure 2,500 psft [11

Walls: 18 inchesMinimum Dimensions Columns: 24 inches

Minimum Embedment Depth Below Exterior - 18 inches Finished Grade Interior - 12 inches

Total Estimated Movement About 1 inch or less

Estimated Differential Settlement 34 inch in 40 feet under walls and columns *Can be waived if the minimum thickness of engineered fill was placed during original building construction U **Would also be applicable to existing foundations with confirmation of existing bearing soils

Finished grade is defined as the lowest adjacent grade within five (5) feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. The allowable foundation bearing pressures apply to dead loads plus design live load conditions. The design bearing pressures may be increased by one-third when considering total loads that include wind or seismic conditions. The weight of the foundation concrete below grade may be neglected in dead load computations.

Footings should be proportioned to reduce differential foundation movement. Proportioning on the basis of equal total settlement is recommended; however, proportioning to relative constant dead-load pressure will also reduce differential settlement between adjacent footings. Additional foundation movements could occur if water from any source infiltrates the foundation soils;

therefore, proper drainage should be provided in the final design and during construction. U Footings, foundations, and/or masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or othor discontinuitios in masonry walls is recommended.

Foundation excavations and engineered fill placement should be observed by the geotechnical El engineer. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required. U

4.3.2 Construction Considerations

For new foundations, a minimum of two (2) feet of engineered fill/recompacted native soils is recommended below footings. The subgrade soils should be removed to a minimum depth of two

(2) feet and a minimum of 1-34 feet horizontally beyond the edge of footings. The vertical and lateral requirement for engineered fill/recompacted native soils can be waived if the minimum thickness was placed during original construction. This should be confirmed during new construction. On-site sand soils are suitable for use as engineered fill. U Responsive Resourceful Reliable 9 ci

September 8, 2017 Terracon Project No. 66175024

In addition, to reduce potential movement, consideration should be given to extending the engineered fill outside of the existing building located adjacent new sidewalks/flatwork.

Areas of loose or unstable soils may be encountered at foundation bearing depth after excavation is completed for footings. When such conditions exist beneath planned footing areas, the subgrade soils should be surficially compacted prior to placement of the foundation system. If sufficient compaction cannot be achieved in-place, the soft soils should be removed and replaced as engineered fill. The overexcavation and backfill procedure is described in the figure below.

Side walls should be sloped or braced for stability as required by

OSHA.

DESCRIPTION VALUE

2012/15 International Building Code Site Classification (IBC) 1 C2

Site Latitude N 35.04983°

Site Longitude W 106.57234°

S5 0.453g

Si 0.136g

SMs Spectral Acceleration for a Short Period 0.544g

SMI Spectral Acceleration for a 1-Second Period 0.227g

SDs Spectral Acceleration for a Short Period 0.363g

SDI Spectral Acceleration for a 1-Second Period 0.151g

Fa Site Coefficient for a Short Period 1.200

F~ Site Coefficient for a 1 -Second Period 1.664 I Note: In general accordance with the 2012/15 internationaiBuilding Code, Table 1613.5.2. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile.

2An average shear wave velocity of 1,296 fis within the upper 100 feet was calculated for the site based upon the shear wave velocity profile

Onign Footing Level

4.4 Seismic Considerations

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Building 1079 New Mexico Air National Guard — Kirtland AFB Albuquerque, NM erraco September 8, 2017 Terracon Project No. 66175024

4.5 Floor Slab

New floor system sections can consist of concrete slab-on-grade bearing on a zone of engineered fill/recompacted native soils. The design recommendations for new floor slab sections systems U are discussed below.

4.5.1 Design Recommendations El

DESCRIPTION VALUE

New Interior floor system Slab-on-grade concrete. U Minimum of 12 inches of engineered fill/recompacted native soils

Floor slab support placed and compacted in accordance with Earthwork section of this report

Subbase 4” layer of gravel or aggregate base course over compactedsubgrade/engineered fill 200 pounds per square inch per inch (psi/in) (The modulus was

Modulus of subgrade reaction obtained based on our experience with similar subgrade conditions, and estimates obtained from ACI design charts.)

Can be waived if the minimum thickness of engineered fill was placed during original building construction El Construction of floor slabs directly on compacted fills composed of on-site sand or imported soils is considered acceptable for the project. Some movement of a slab-on-grade floor system is possible should the subgrade soils become elevated in moisture content due to the compression and expansion potential of the near surface soils. Additional slab movements could occur if water infiltrates the soils; therefore, proper drainage must be provided in the final design.

To reduce potential slab movements, the subgrade soils should be prepared as outlined in the earthwork section of this report. In addition, to reduce potential movement, consideration should be given to extending the engineered fill outside of the existing building to adjacent new sidewalks/flatwork. U In areas of exposed concrete, control joints should be saw cut into the slab after concrete placement in accordance with ACI Design Manual, Section 302.1 R-37 8.3.12 (tooled control joints are not recommended). Additionally, dowels should be placed at the location of proposed construction joints. To control the width of cracking (should it occur) continuous slab reinforcement should be considered in exposed concrete slabs.

Positive separations and/or isolation joints should be provided between slabs and all foundations, U columns or utility lines to allow independent movement. Interior trench backfill placed beneath slabs should be compacted in accordance with recommendations outlined in the Earthwork section of this report. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended.

U

September 8, 2017 Terracon Project No. 66175024

The use of a vapor retarder or barrier should be considered beneath concrete slabs-on-grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier.

4.5.2 Construction Considerations

Some differential movement of a slab-on-grade floor system is possible should the subgrade soils become elevated in moisture content. Such movements are anticipated to be within general tolerance for normal slab-on-grade construction.

To reduce potential slab movements, the floor system should be supported on a zone of engineered fill a 12 inches in thickness. The engineered fill and subgrade soils should be placed as outlined in the Earthwork section of this report. The vertical and lateral requirement for engineered fill/recompacted native soils can be waived if the minimum thickness was placed during original construction. This should be confirmed during new construction. On-site sand soils are suitable for use as engineered fill.

4.6 Liquefaction Potential

Groundwater was not encountered in the borings to a maximum depth of 51 ~1/2 feet. In addition, the depth to regional groundwater in the area is anticipated to be in excess of 300 feet below existing site grade. The subsurface soils consisted of interbedded loose to medium dense sands and stiff to hard clays and silts. Therefore, based upon the soil conditions, depth to groundwater and the seismicity in the area, it is our opinion that the liquefaction potential is considered negligible at the site.

4.7 Lateral Earth Pressures

4.7.1 Design Recommendations

For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements when using on-site soils as backfill are:

ITEM SOIL TYPE VALUE

Active Case

Passive case

At-Rest case

Coefficient of Base Friction

On-site or imported soils

On-site or imported soils

On-site or imported soils

On-site or imported soils

35 psf/ft

400 psf/ft

55 psf/ft

0.351

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September 8, 2017 Terracon Project No. 66175024 []

ITEM SOIL TYPE VALUE [1

1Note: The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure.

The lateral earth pressures herein do not include any factor of safety and are not applicable for JJ submerged soils/hydrostatic loading. Additional recommendations may be necessary if such conditions are to be included in the design. U Fill against foundations (if applicable) should be compacted to densities specified in the Earthwork section of this report. Compaction of each lift adjacent to walls should be accomplished with U hand-operated tampers or other lightweight compactors.

El

5.0 GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. u The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the [1 project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered U valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. u Responsive Resourceful Reliable 13

APPENDIX A

FIELD EXPLORATION

0 KILOMETERS I 2

—p I

MILlS

I III 2000 3000 4000 5000 6030 7~ 8000 9000 I~0

rUT

Source: USGS 7.5-Minute Topo9raphic Maps Editions “Albuquerque East”, New Mexico, United States, dated 2013.

(ASTERN AYE SE (

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8 CONpjfp .IL’E5(

I a SE

4 SD AYE SE

N’ ~

4’

SE

IIARDIN BLVD

— I

APPROXIMATE SITE

LOCATION NC( ST

r

7.

El U U U U U U El U

ID

ci U U ci U

______ ci FIG No.

Al U U

N

I 05

‘Ii 500 0

J

METERS ~000 2000

I Project Mngr: I MEA II DrawnBy: I

~ Checked By: IMEA I

I~

I 1 rerracon (:oft~Air~fr~iIw,, 4h, Srwntflr.

4905 Hawki,is, NE AIt.jqaeqa~ New Medco 87809 503 797 4287 Fax, 505 797 4288

SITE LOCATION MAP

Bldg 1079 New Mexico Air National Guard SE corner of Corsair Dr SE and Air Guard Dr SE

Albuquerque, New Mexico

B-O1

I a

B-02 ___

4-

N I as

• B-O1 Boring Location L_______________ 1reriz~on BORING LOCATION PLAN_____ Bldg 1079 New Mexico Air National Guard

MEA IF 66175024

MEA I ~°°~ ~‘ SE corner of Corsair Dr SE and Air Guard Dr SE _________________________________ 4905 Hawldrs St. NE

MEA 9(2017 Mbn~w.~M~O87l05 Albuquerque, New Mexico Pl~,m: 506.797.4287 P50505.7974250

Geotechnical Engineering Report -

September 8,2017 Terracon Project No.66175024 U Field Exploration Description El Two (2) test borings were drilled at the site on August 18, 2017. The borings were drilled to a depth of approximately 5144 feet below the ground surface at the approximate locations shown El on the attached Site Location Map and Boring Location Plan. The test borings were located as follows: u

Borings Location Depths (feet)

B-Cl NEC of Site 5144 U B-02 SWC of Existing Building 51-%

The test borings were advanced with a truck-mounted CME-75 drill rig utilizing 8-inch diameter 11 hollow-stem augers.

The borings were located in the field by Terracon personnel Latitude and longitude of each boring were determined using a hand-held GPS unit. The accuracy of boring locations and elevations should only be assumed to the level implied by the method used. U Lithologic logs of each boring were recorded by the field technician during the drilling operations.

At selected intervals, samples of the subsurface materials were taken by driving split-spoon or ring-barrel samplers.

Penetration resistance measurements were obtained by driving the split-spoon and ring-barrel U samplers into the subsurface materials with a 140-pound manual hammer falling 30 inches. The penetration resistance value is a useful index in estimating the consistency or relative density of materials encountered.

A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings U performed on this site The effect of the automatic hammers efficiency has been considered in the interpretation and analysis of the subsurface information for this report.

Groundwater conditions were evaluated in each boring at the time of site exploration. Due to safety considerations, the borings were backfilled and patched after the completion of drilling and sampling operations.

To assist with determining the 2015 International Building Code (IBC) Site Class, a micro-tremor, soil profile shear wave velocity analyses was performed at the site by Geolines, LLC to assess the shear wave velocity profile in the upper 100 feet of the soil profile.

BORING LOG NO. BO1 p elofi

PROJECT: Bldg 1079 New Mexico Air National Guard CUENT: Jacobs

SITE: SE corner of Corsair Dr SE and Air Guard Dr Kirtland AFB, NM

TTERBERG C,)

wCD LOCATION See EtfbltA-2 — UMITS itB

U, [x2 LatItudw3S.05024’ Longitude: -106.57197’ LL-PL-PI

C) C, U, 0.

tan 21-37-24 10 SILTY SAND (SW. trace gravel, light brown, loose 5 N=61

8-10 2 109

.0 SILTY CIAYEY SAND (SC-SW. Drown, medium dense

1 6-7-6 N1 3

1 8-12-11 8 r ~: ~Ø4~ 3.0 9-11-10 8

N23

N=21

~ SANDY SILT (Wi. trace gravel, brown, very stiff to hard

[ ~lIiIi 2 5-7-10 9 NP 64N=1 7 w I~~I ~ II~II 3r ~ 9-14-18 ~

~— ~INII N32

L Ct.AYFY SAND (SC-SW, with clay, brown, medium dense 7-74 10 N=1 5

[ ~ 6-9-9 gN=18

L 4 84-9 N17

[ ~ 7-9-13 12N220 Boring Terminated at 51.5 Feet U

[ l~ Sfltiflcatlon lines are appro,dmate In-situ, the flnsitlon may be gradual. Hammer Type: Automatic

Mvancement Method: See E,d,ib’d A-3 for descilption of field Notes:

~ HSA procedwes.r’

See Appendix B for description of laboratoryprocedses and additional data (if any).L. — o Abandonment Method: See Appendix C for e,tplanatlon of symbols and

Boring bacld9lled with auger cuttings upon completion. abbre.lafior,s.

F ~ WATER LEVEL OBSERVATIONS

L o irerracon 8ta~ 8/18/2017 Boring Completed: 8/18/2017

E 0 Drill Rig: CME-75 Driller EDI 0 4905 HawkIns St NE

Albuquerque NM Project No.: 68175024 E9ilbit: A4

CLIENT: Jacobs

4-5-5 N10

5-11-15 N26

5-8-9 N=17

6-5-5 N=1 0

5-9-9 Nl 8

5-10-16 N=26

[El

El El ‘El

BORING LOG NO. B42 Page 1 of 1

PROJECT: Bldg 1079 New Mexico Air National Guard

SITE: SE corner of Corsair Dr SE and Air Guard Dr Kirtland AEB, NM___________________

U

9-13-14 N=27

5-6-8 N=14

5-6-5 N=1 1 z S

0.

C, IL

z 0, S

I

U U ‘El U U U El

LI

Li U U U U

Advancement Method:

HSA

Notes:

Boring Terminated at 51.5 Feet

Sbstiflcatlon lines are approidmate. In-situ, the fransWon may be gradual. Hammer Type: Automatic

See ErNblt A-3 for descdpvon of field procedures.

See Appendix B for description of laboratory

_____________________ procedures and additional data (if any).

Abandonment Method: See Appendix C bc explanation of symbols and

Boring backfllled with auger cuttings upon completion. abbre.siations.

WATER LEVEL OBSERVATIONS •~ I Boring Started: 811812017

I ierracon ______________________________

4905 Hawldns St…